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Report (91) . 1-2°t -G b 67? 5-2. 5w Gve,gs OFFICE COP CEO C IDESIGN MAR 2 6 nie Memorandum CITY OF fiGARD 31n11LDNG 1.,11t`°.41'= :wl Page 1 To: Tom Dicianno From: Shawn M. Dimke, P.E., G.E. and Gregory.). Schaertl, P.E. (California) Company: Polygon Northwest Company Date: December 15, 2017 Address: 703 Broadway Street, Suite 510 Vancouver, WA 98660 cc: Angela Grajewski, Polygon Northwest Company(via email only) Chris Walther, Polygon Northwest Company(via email only) GDI Project: Polygon-129-04 RE: River Terrace East Allan Block-Ashlar Blend Retaining Wall Design INTRODUCTION GeoDesign, Inc. has prepared this memorandum providing retaining wall design recommendations for the grading of lots at the River Terrace East project located southeast of the intersection of SW Friendly Lane and SW Roy Rogers Road in Tigard, Oregon. We prepared a memorandum' that provided an update to the original project geotechnical engineering report' for this project. The retaining wall(s) will be located in the lots north of Alley M in the northwest corner of the site. A Grading Plan (Sheet 5.2) provided by Pacific Community Design showing the lots for the proposed wall(s) is presented in Attachment A. We understand that an Allan Block-Ashlar Blend retaining wall system has been selected for the wall(s). The design provided in this memorandum is based solely on the specific wall system noted and discussion with Polygon Northwest Company(Polygon). SUBSURFACE CONDITIONS Subsurface conditions are described in the original geotechnical engineering report and generally consist of soft to hard silt and clay overlying basalt bedrock. Groundwater was encountered in only one of the subsurface explorations; however, this groundwater is likely perched and not the regional groundwater table. 'GeoDesign,Inc.,2015. Memorandum,River Terrace East,Geotechnical Report Update,dated June 11,2015. GeoDesign Project: Polygon-129-01 z Hardman Geotechnical Services,Inc.,2015. Geotechnical Engineering Report;River Terrace Northwest;Scholls Ferry Road and Roy Rogers Road;Washington County,Oregon,dated May 13,2015. HGSI Project: 15-1826 9450 SW Commerce Circle,Suite 300 I Wilsonville,OR 97070 1503.968.8787 I www.geodesigninc.com G DES'GNMemorandum Page 2 DISCUSSION AND RECOMMENDATIONS WALL GEOMETRY Based on conversation with Polygon, the wall(s)will be constructed to level out the backyards of Lots 194 through 206. We understand that the maximum exposed wall height for the planned retaining wall(s) is approximately 6 feet. This does not include embedment,which should be a minimum of 12 inches for walls with an exposed height of 3 feet or more. Embedment for walls with an exposed height of 3 feet or less may be reduced to 6 inches. We understand that the finished grade behind the wall(s)will slope up at approximately 2 horizontal to 1 vertical (H:V)and will rise to a maximum height of approximately 3 feet. We understand that the ground surface in front of the wall(s)will be relatively flat. Typical Allan Block wall sections and details based on the results of our analysis are presented in Attachment B. Our design assumes the wall(s)will be constructed using Allan Block-Ashlar Blend wall units reinforced with Synteen SF55 geogrid. We have specified a maximum 16-inch vertical spacing between geogrid layers. The top layer geogrid should be placed at least 16 inches below ground surface to limit the risk of damage to geogrid from near-surface activities. Wall batter should be 1 H:10V(6 degrees from vertical). The recommended geogrid lengths should vary with the total wall height as presented in the "Wall Design Table"on Figure B-1 (Attachment B). MATERIAL PARAMETERS We performed our analysis assuming Synteen SF55 geogrids. The manufacturer indicates that these geogrids have an ultimate tensile strength of 4,200 allowable were Bete fined by -term design load of 2,740 pounds per foot. Long-termallowable design strengths applying reduction factors for installation damage, creep, and durability. Substitutions for this geogrid must have equivalent or higher stress-strain and strength characteristics and be approved by GeoDesign. The soil parameters presented in Table 1 were assigned for our analyses based on the findings in our original geotechnical study. We assumed that wall backfill in the geogrid-reinforced zone will consist of imported granular material compacted to at least 92 percent of the maximum dry density, as determined by ASTM D 1557. We assumed the retained soil behind the reinforced zone will consist of on-site silt soil (in-place or re-compacted as structural fill). All fill material should be approved by GeoDesign prior to construction to verify that it meets our design assumptions. The foundation soil will consist of native silt soil. 9450 SW Commerce Circle,Suite 300 I Wilsonville,OR 97070 1503.968.8787 I www.geodesigninc.com GEO ESIGN3 Memorandum Page 3 Table 1. Soil Parameters for Design Soil Type Friction Angle Cohesion Unit Weight (degrees) (psi) (KO Reinforced Soil-Crushed Rock 38 0 135 Retained Soil-On-Site Compacted Silt 33 0 115 Foundation Soil- Native Silt 30 100 115 pcf: pounds per cubic foot psf: pounds per square foot LOADING CONDITIONS Foundation loads or other surcharge loads other than for the grading indicated in this memorandum should be located a minimum horizontal distance of 1.5 times the adjacent wall height behind the top of the wall or GeoDesign should be contacted to revise our wall design recommendations. We have not applied hydrostatic pressures in our design due to the prescribed drainage considerations discussed in the"Drainage"section. Our design assumes that residential structures will not be constructed within a distance that is equal to the height of any wall. If project plans change and structures will be placed within this distance, this memorandum may need to be revised. Our design includes pseudo-static horizontal pressures on the walls resulting from seismic activity. The seismic pressures were determined using the Mononabe-Okabe method and a pseudo-static load corresponding to a peak ground acceleration of 0.28 g. The vertical component of seismic acceleration was assumed to be zero. ANALYSIS METHODS The computer program MSEW version 3.0 was used to analyze internal and external stability for the geogrid-reinforced retaining walls. Analyses were performed on varying wall heights using the soil parameters in Table 1 and loading conditions discussed previously. Local stability results indicate minimum factors of safety of at least 1.5 for overturning and 1.13 for sliding under seismic loads and at least 2.0 for overturning and 1.5 for sliding under static conditions. Global stability of the wall(s) was analyzed using the limit equilibrium computer program Slope/W for the most critical wall section. The results indicated minimum safety factors of at least 1.5 (static conditions) and 1.13 (seismic conditions). A calculation package showing the results of our analyses is presented in Attachment C. DRAINAGE The above design recommendations have been provided assuming that drains will be installed in the granular backfill as shown on Figure B-1 to prevent hydrostatic pressures from developing. Perforated collector pipes should be encased by drain rock. The drainpipes should discharge at an appropriate location away from the base of the wall(s). 9450 SW Commerce Circle,Suite 300 I Wilsonville,OR 97070 1 503.968.8787 I www.geodesigninc.com EODESIGN Memorandum Page 4 MATERIALS All fill material should meet the specifications provided in Oregon Standard Specifications for Construction -2018(OSSC) 00330 (Earthwork) and our original geotechnical report. Specifications for fill material and geotextile follow. Material should be approved by GeoDesign before construction begins. Separation Geotextile If the retained soil consists of silty soil, separation geotextile should be placed between fine-grained soil and the drain rock as shown on Figure B-1. The geotextile should conform to Type 2 material of OSSC Table 02320-1 and OSSC 00350 (Geosynthetic Installation). The geotextile should have a Level "B" certification. On-Site Material The on-site silty soil can be used as structural fill behind the geogrid-reinforced zone provided it can be adequately moisture conditioned to near the optimum for compaction and meets the requirements provided in our original geotechnical report. When used as structural fill,the on-site soil should be placed in lifts with a maximum uncompacted thickness of 8 inches and compacted to not less than 92 percent of the maximum dry density, as determined by ASTM D 1557. Imported Granular Material Imported granular material used for structural fill, levelling pads, and fill within the geogrid- reinforced zone should be pit-or quarry-run rock, crushed rock, or crushed gravel and sand. Crushed rock material should be fairly well graded between coarse and fine material, should have less than 5 percent by dry weight passing the U.S. Standard No. 200 sieve, and should have at least two mechanically fractured faces and a maximum particle size of% inch. The allowable fines content can be increased to 12 percent by dry weight provided the rock is placed during dry weather and can be properly moisture conditioned for compaction. When used as structural fill, crushed rock material should be compacted to not less than 92 percent of the maximum dry density, as determined by ASTM D 1557. However, fill placed within 3 feet of the wall face should be compacted in accordance with Allan Block installation procedures. Drain Rock Drain rock should consist of angular, granular material with a maximum particle size of 2 inches. The material should be free of roots, organic matter,and other unsuitable material and have less than 3 percent by dry weight passing the U.S. Standard No. 200 sieve (washed analysis). WALL SETTLEMENT Settlement of up to 1 percent of the wall height commonly occurs adjacent to the wall as the wall rotates and develops active lateral earth pressures. Consequently, we recommend that construction of improvements adjacent to the retaining walls be postponed at least four weeks after backfilling of the walls, unless survey data indicates that settlement is complete prior to that time. 9450 SW Commerce Circle,Suite 300 I Wilsonville,OR 97070 1503.958.8787 I www.geodesigninc.com GEODESIGNz Memorandum Page 5 CONSTRUCTION CONSIDERATIONS • Subgrade preparation for wall foundations should be performed in accordance with the original geotechnical report. • The wall footing pads should consist of compacted crushed rock. • All Allan Block wall units and geogrid should be installed in accordance with the manufacturer's recommendations. • Geogrid should be aligned so that the higher strength direction is perpendicular to the wall face. Geogrid should be pulled tight in order to remove all slack before backfill is placed. Backfill should generally be pushed away from the wall(s) so that slack does not develop in the geogrids. • If posts (for light poles, fences, guardrails, etc.) must be installed in the wall backfill, geogrid should be hand cut during excavation. Excavation equipment penetrating geogrid will likely tear it and cause irreparable damage. It is also possible to install sleeves/tubes through the geogrid at planned post locations during wall construction. This would allow easy installation of the fence/guardrail posts after wall construction without damaging the geogrid. • Our design has been performed specifically for Allan Block-Ashlar Blend wall systems and Synteen SF55 geogrids. Substitution of products and material will only be reviewed by the geotechnical engineer via a formal submittal documenting the properties of the proposed products and/or materials. OBSERVATION OF CONSTRUCTION Satisfactory retaining wall performance depends to a large degree on quality of construction. 400**Einl,,s1 the onnaKtockt agivitieris. .keyliart of determining that thwork is VAV Y ed4ir the constructionOrawings and specifications.%Recognition of changed conditions often requires experience; therefore, qualified personnel should visit the site with sufficient frequency to detect if subsurface conditions or structural fill quality change significantly from those anticipated. ;4'cletatitth'be`retained to observe wail construction activities,,incluc including , NAntiO ,AettfOrftlift4 laboratory contpactIon'and freld moistu -density ;1i tests,confirming the quality of structural fill, . LIMITATIONS We have prepared this memorandum for use by Polygon Northwest Company and the design and construction teams for the proposed project. The typical wall sections attached can be incorporated into the design plans for construction. Substitution of wall materials or changed geometry will not be acceptable unless accompanied by a design package stamped by a professional engineer registered in the state of Oregon. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our memorandum for consideration in design. 9450 SW Commerce Circle,Suite 300 I Wilsonville,OR 97070 1503.968.8787 I www.geodesigninc.com EO ESIGMMemorandum Page 6 Within the limitations of scope, schedule, and budget, our services have been executed in accordance with generally accepted practices in this area at the time the memorandum was prepared. No warranty, express or implied, should be understood. ♦ ♦ ♦ We appreciate the opportunity to be of continued service to you. Please call if you have questions concerning this memorandum or if we can provide additional services. C,JS:SMD:kt Attachments One copy submitted(via email only) 09 PROF$ Document ID:Polygon-129-04-12151 7-geom-rw.docx " G N� ' 2017 GeoDesign,Inc. All rights reserved. C?, 04 !� 63114PE j w OREGON + S4, 2fl ygON ;0‘"' EXPIRES: 12131/17 I 9450 SW Commerce Circle,Suite 300 I Wilsonville,OR 97070 1503.968.8787 I www.geodesigninc.com F- Z W 2 2 GEODESIGNuz Memorandum Page A-1 ATTACHMENT A GRADING PLAN NORTH(SHEET 5.2) 9450 SW Commerce Circle,Suite 300 I Wilsonville,OR 97070 1503.968.8787 I www.geodesigninc.com —=- -- ----o \,. ,....-- -, - - - -* -----,-.---------f------4---,---------- ,,P"- -_----,"----- %._ ifemort---L---..,---- :' rqoen. fennAce. . ,,. , - : 1--,-;; . 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' 't'LL- _..___—-,,,, --t ''. —' ' 2 :--;":- •L•'•.-- '''— ---.--—' —Aills— — AL rp ,,. .,„ ..._, ,vpikr , 4 i - r ‘4 . ,,,, 4 1 , n' i p„ :-. k /I lAin ,1 1 1i; I ,4*4.... 1 • 0 t ' • 1,4"5 1 1 ,% . i q I_ 1 rtkiliVikaJigiii 'II- ' • '-',--'_%,' WINE.12-31, ' \ Li ,._,-1 A.I 4 itilliiiiiiiiiirdalMEMIWO.- , -,a'r ' .1...' G"-111—=--------.---------F-.---='----.-----;,rm2 ,.,.;,:, ,..-..-..-_-,_-____-_ —__—_—..-_-_,..._---- —...41 - - ra..., ,i• 41 Rwer Terrace East__,-t, -,____—_____„____— — -,--. — - r r uttsi.,,, Construction Documents /1811 , !ir-1 lirr r----- Arplo fii i$MirPOr r Irv.,01 , , itilpiJ 1......0 , si , , .., , , : ... . ____: ., 11-,, ,,,,,406 Niffoll* ..,,oil GRADING PLAN a ••.,. , .. ..•••■•••/-... •-• a• a • NM•RUM• • .1 •• ...• • ••••••mr•• MATCHLINE NORTH GRADING PLAN SHEET 5.3 ABBREVIATION LEGEND: GENERAL NOTES 2 17i: A ,.. .., Pal/QT. 395441 TIT [01/STRUOVN V FL40tirof:111.5717:7120L:Zr, ILEVIENIDar YcS,IE . , . ... .. CONSTRUCTION NOTES,. , 1 .4. 4. ur on r...off, \ OP1' .„—.—._.- GRADING NOTES 1 eciwe ,., ,, • ' ,Z=1,°,"=F7,7,n, ..,„,„,„.......___. ::=--- ---7= S OLITiFILL SLOPE DETAIL W ELEVATION DATUM NGvD 29 Cr,,,—,..,—*,,,,,,,,,y m H z W Z U <L_ Grr DESIG Memorandum Page B-1 ATTACHMENT B ALLAN BLOCK TYPICAL SECTIONS AND DETAILS 9450 SW Commerce Circle,Suite 300 I Wilsonville,OR 97070 1503.968.8787 I www.geodesigninc.com Printed By:mmiller I Print Date:12/15/2017 8:11:13 AM File Name:J:\M-R\Polygon\Polygon-129\Polygon-129-04\Figures\CAD\Polygon-129-04-DET-AllenBlk-1.dwg I Layout:FIGURE 11-1 2 HORIZONTAL(MIN):1 VERTICAL ALLAN BLOCK WALL Gv BATTER FROM VERTICAL "�w ��'4 j/ f 6°--...1 -4""v*,.."' �� Qom` ��/ 3 FEET(MAX) %OPTIONAL ALLAN BLOCK CAPSTONE .`v1 ASVW$a! i G - As 3\/ SYNTEEN SF55 GEOGRID REINFORCEMENT TYPE • . I f Ii >, - n ZI t ,,, . AND LENGTH VARIES PER WALL DESIGN TABLE WELL-GRADED GRANULAR • ; - 4 t tai, ,' •/�/ DRAIN ROCK LESS THAN �o s ,f a ., ,, fit~ /\�/ 3%FINES 4 I • .f • . - .I -,-F:' 1.-'/im /&.s� o¢ S_,)" '�" , ; `-r �`4 < f RETAINED SOIL EXPOSED , x CRUSHED ROCK WALL HEIGHT ALLAN BLOCK UNIT "Amato %),,, „,,,:--7,-,":,,,;.,..7:=7;',,,--, �- : 1�),\\\ SEPARATION GEOTEXTILE(IF RETAINED SOIL - 't \ CONSISTS OF SILTY MATERIAL) 1 Pit � , , . M.(2 / WALL.DESIGN TABLE 62114501=11P,...04.-4.,10:'- 19 mss! x�t , `' '"'5 //,' EXPOSED WALL TOTAL WALL HEIGHT(FT) GEOGRID LENGTH FINISHED GRADE %wi� s,i” w y )t HEIGHT(FT) (INCLUDES EMBEDMENT) (Fr) y/+� a `�.ry s", ,- 1, /\ U 2.5 U 3.0 NOT REQUIRED / gym. B-sti'".J,-`"R s fi�` '1 t" s 3.0 \\\/�\,/,\/\\��\/\,../ ..\\�s /� c,o a � ,'a i/ s a.o 4 s.o s.o // \\//\/,/ir MIN' :��/., ' f"Y /` ss.o 12 INCH \.\r • ,fes//\'\/E- ••7 v/s\�N��\\ 56.0 6.0 EMBEDMENT_ s 6.0 s 7,0 7.0 DEPTH (MINIMUM) 4 INCHES(MINIMUM) 4-INCH MINIMUM DRAINPIPE ROUTED TO SUITABLE DISCHARGE POINT NOT TO SCALE 12 INCHES(MINIMUM) ALLAN BLOCK WALL TYPICAL SECTION GE oDEsicNY POLYGON-129.04 9450 SW Commerce Circle-Suite 300 RIVER TERRACE EAST FIGURE B-1 Wilsonville le oR 97070 DECEMBER 2017 TIGARD,OR 503.968.8787 www.geodesigninC<om • • NO-WIND FENCE WIND FENCE WALL SECTION 1 ALTERNATIVE FENCE FOOTING H th 1I . LI OP o-AnIN.G REFERTO C. REFER O DESIGN L OTHER. 0 BLOCK TYPICAL APPLICAT P ALL it'FENCE DESNDa¢.ANIAN FENCE PALING �nN °DDFNCTDETAILS BLOCK TYPICAL PNNFOPCED WALL REFFRiOO¢M:n DEr45ALUM1BLCa(ttkRFNwiDAPP NOTES LLCEDWLLlSOnRNm¢ SIFICATI APPLICATION NOR l afS,DFr ILAND SPECIFICATIONSWPDMADED FEtKE DEIGN ANDDARS,AND SR...TOMCSP REWIRES FENCE.FENCE KKH � FENCE NECASE CONTACT ALUM 4NE., CONCRETE DLHM OOTNC El FOOT/NG LOCAL ENINEER FOP PE VMS FOR EVERY ILING I I. OR A CONCRETE NNST • OTING j SYSTEM e ASSISTANCE SLEEVE,FOOTING SYSTEM it REQUIPEINENTS CI INSTALLED DUPING WAIN COLUMN TUNE Op PVC PIPE TO COLUMN TUBE rly artCONSTRUCTION L 3, � � .�s vL✓WC0�0\/ INSTALLER iw-yv'WALL \ ,ki1IffjImeoo A �b Vi``i.���`„ — — .0 ast W�.tOlG — Dwwwuw t �An�i��i---_ ,NETEN Nn, a ”'";uu ta:93MINIMA, r NNAGECE« N:-.....,at REQUIREf :: g� ; TO DAMAGECEOGPNg, . --.1_ OE _IQ -POST 11 FOOTING WILL Il• 11111 _ I �M U GEOC og aE�`s°I TON GEM ao�NryOPOD ? ir IN/C PPE WITHIN THE rov ND € �GEaw A g CDwTUBE. AR, LAax6�WITHINTIS TON ...gal COURSES � RS LENGTH MUST I M fW MS LENG, ITS LENGTH wZt�E T U Ii CONSIDER iFENEE ST BurySirv � Qa. ALIAN BLOCK UNFPEW= FENCE R&IRv, AWN BLOCK Nr • • 1 'G • g OUTSIDE CORNER APPLICATION STEP-UP AB TYPICAL SECTION-STEP UPS WITH AB UTE STONE AB CAP UNIT o� o lit = a�HNI ' o , 8 '-- ALLAN BLOCK UNIT ,8,-,'' T 6 viii, j ow rT . \, AB LITE STONES UNIT d o i FINISHED gJi -_.i. + 1 ® _ E ABTYPICALSECTION- `"'"` ^� FULL COURSE STEP UPS & NxW I," •' I �` WITH AB CORNER BLOCK zz �� C P ri.i + r=-+ AB CAP UNIT 5 eel. C } �SI 2 IawnA,N 11*. AB CAP UNITS FIELD CUt AT i y F II, I } I F E ' 45 DEGREES TO FORM CORNER u.Q S Liq��I tttF H■. L f::' ar \` ' '4,4 A8 CORNER UNR L 11 AIITZ7—Tv7mTaT—Ts J// ,„.W%„ W I�1 ifak 5To,RNN,::SA H,�FINE ,LraZE iri0NNN �`��/.\ g e 1W,-"'n ` iii* ALLAN BLOCK UNIT -I/ U I z w 2 Z U GEODESIGN Memorandum Page C-1 ATTACHMENT C CALCULATION PACKAGE 9450 SW Commerce Circle,Suite 300 I Wilsonville,OR 97070 1503.968.8787 I www.geodesigninc.com MSEW -6 Mechanically Stabilized Earth Walls >JJSLF River Terrace East Present Date Time. Tue Dec 12 14 07 25 2017 I M R\Polygon\Polygon 129\Polygon 129 04\AnaIrsis .eom 12xa17\Polegon 129 04 6 ft.BEN AASHTO 2002 ASD DESIGN METHOD River Terrace East MSEW(3.0): Update# 14.95 PROJECT IDENTIFICATION Title: River Terrace East Project Number: Polygon-129-04 Client: Polygon Designer: GJS Station Number: Description: 6 feet Company's information: Name: Street: Telephone#: Fax#: E-Mail: Original file path and name: J:\M-R\Polygon\Polygon-129\Polygon-129-04\Analysis\geom on-129-04-6 ft.BEN Original date and time of creating this file: Tue Dec 12 12:47:40 2017 PROGRAM MODE: DESIGN of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. Mg /W.,,o p: aewmsom,r,vMM. ,..MM 4151.MM.t,o kISF.,commt(MgVeloMMI.NISLM, , o,sEw Va..3 OM11.0 MIM,OAS,Mr.01,,M sew .,,e7/4amM1151.1 ,flew a, ow, River Terrace East Page 1 of 9 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls River Terrace East . Present Date/Time: Tee Dec 12 14:07:25 2017 JtM-R\Polygon\Polygon-129\Polygon-129-04\Analysis\geom_12xx17\Polygon-129-04-6 ft.BEN DESIGN DATA DESIGN OBJECTIVES Minimum factor of safety against pullout,Fs-po 1.50 Minimum factor of safety against direct sliding,Fs-sliding 1.50 Maximum allowable eccentricity ratio at each reinforcement level,e/L 0.1667 Minimum factor of safety against compound and overall failure,Fs-comp-static 1.30 Minimum factor of safety against compound and overall failure,Fs-comp-seismic 1.10 Prescribed minimum resistive length to prevent pullout, Le=1.00 ft. Prescribed minimum normalized length of each layer is: L/Hd=0.60 -->L=4.20 ft. Prescribed minimum absolute total length of each layer is: L= 1.00 ft. BEARING CAPACITY Bearing capacity is controlled by general shear. Maximum permissible eccentricity ratio(soil),e/L 0.1667 Minimum factor of safety with respect to ultimate bearing capacity(Meyerhof approach) 2.00 Bearing capacity coefficients: Nc=30.14 N y=22.40 SOIL DATA REINFORCED SOIL Unit weight, y 135.0 lb/ft' Design value of internal angle of friction, 4) 38.0° RETAINED SOIL Unit weight, y 115.0 lb/ft 3 Design value of internal angle of friction, 4) 33.0° FOUNDATION SOIL(Considered as an equivalent uniform soil) Equivalent unit weight, yeaiv. r 115.0 lb/ft 3 Equivalent internal angle of friction, Oequiv. 30.0° Equivalent cohesion, c equiv 100.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka(internal stability)=0.2379 (if batter is less than 10°,Ka is calculated from eq. 15. Otherwise,eq.38 is utilized) Inclination of internal slip plane, vi=64.00° (see Fig.28 in DEMO 82). Ka(external stability)=0.3138 (if batter is less than 10°,Ka is calculated from eq. 16. Otherwise,eq. 17 is utilized) SEISMICITY A wedge with maximum extent of D=65.62 ft,measured horizontally from the toe,replaces M-O equation. M-O equation is strictly for homogeneous backfill with uniform backslope extending to infinity. D sets a realistic limit on these assumptions to produce Kae alternative to M-O equation. Maximum ground acceleration coefficient,A=0.140 Design acceleration coefficient in Internal Stability: Kh=Am=0.183 Design acceleration coefficient in External Stability: Kh_d=0.183 => Kh=Am=0.183 Kae(Kb>0)=0.4047 Kae(Kh=0) =0.2674 A Kae=0.1373 DIRECT SLIDING/ECCENTRICITY Seismic safety factor is 75.0%of specified static FS for direct sliding. Maximum allowable eccentricity,e/L,under seismic conditions is: 0.3300 BEARING CAPACITY Seismic safety factor is 75.0%of specified static FS for bearing capacity. Maximum allowable eccentricity,e/L,under seismic conditions is: 0.3300 INTERNAL STABILITY Seismic soil-geogrid friction coefficient,F*is 80.0%of its specified static value. Seismic factor of safety against pullout,Fs-po,is 75.0%of its specified static value. Seismic overall factor of safety,Fs-overall,is 75.0%of its specified static value. The reduction of Fs-overall pertains to geogrid strength and to connection strength for both break and pullout modes of failure. River Terrace East Page 2 of 9 Copyright OO 1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls River Terrace East Present Date/Time: Tue Dec 12 14:07:25 2017 J M-R\Polygon\Polygon-129\Polygon-129-04\Analysis\geom_12xx17\Polygon-129-04-6 ft.BEN INPUT DATA: Geogrids (Equally spaced single type reinforcement) DATA Geogrid Geogrid Geogrid Geogrid Geogrid type#1 type#2 type#3 type#4 type#5 Tult [lb/ftp 4199.0 N/A N/A N/A N/A Durability reduction factor,RFd 1.30 N/A N/A N/A N/A Installation-damage reduction factor,RFid 1.18 N/A N/A N/A N/A Creep reduction factor,RFc 1.58 N/A N/A N/A N/A Fs-overall for strength 1.50 N/A N/A N/A N/A Coverage ratio,Rc 1.000 N/A N/A N/A N/A Friction angle along geogrid-soil interface, p 21.33 Pullout resistance factor.F* 0.80'tar4 Scale-effect correction factor, a 0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z K/Ka K/Ka 0 0.0 1.0 2.0 3.0 Oft 1.00 3.3ft 1.00 ZFt]6.6 6.6 ft 1.00 9.8 ft 1.00 98 13.1 ft 1.00 16.4 ft 1.00 16,4 19.7 ft 1.00 26.2 32.8 River Terrace East Page 3 of 9 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls �v� •e... w,o.P �cV V.� ,,w,�e„ ,, BFw ,,ysEw,� o�r„ ~G River Terrace East • Present Date/Time Tue Dec 12 14:07:25 2017 7f R�Poly Polygon on 1291Po •.n,w ,.o ,. 3 wEw ._. e.-,m g yg lygon-129-04\Maim\geom_12xx17\Polygon-129-04-6 ft.BEN INPUT DATA: Facia and Connection (according to revised Demo 82) (Design) FACIA type: Facing enabling frictional connection of reinforcement(e.g.,modular concrete blocks,gabions) Depth/height of block is 1.00/0.67 ft. Horizontal distance to Center of Gravity of block is 0.50 ft. Average unit weight of block is 'yr= 150.00 lb/ft' Z/Hd To-static/Tmax Top of wall or To-seismic/Tmd Z/Hd 0.00 0.25 0.00 1.00 0.25 1.00 0.50 0.50 1.00 0.75 0.75 1.00 1.00 1.00 1.00 1.00 0.90 0.80 0.70 0.60 0.50 To-static/Tmax or To-seismic/Tmd To-static,To-seismic=connection force,static and superimposed dynamic component,respectively. Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 a (I) CRult (2) a CRult a CRult a CRult a CRult 1044.2 1.00 2088.5 1.00 N/A N/A N/A N/A Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 a CRcr (3) a CRcr a CRcr a CRcr a CRcr 0.0 0.00 1044.2 0.60 N/A N/A N/A N/A 2088.5 0.90 (1)a =Confining stress in between stacked blocks[lb/ft 2] (2)CRult=Tc-ult/Tult-geogrid (3)CRcr=Tcre/Tult-geogrid In seismic analysis,long term strength is reduced to 80%of its static value. D A T A (for connection only) Type#1 Type#2 Type#3 Type#4 Type#5 Product Name Synteen S.. N/A N/A N/A N/A Connection strength reduction factor,RFd 1.30 N/A N/A N/A N/A Creep reduction factor,RFc N/A N/A N/A N/A N/A Overall factor of safety:Connection strength,Fs 1.50 N/A N/A N/A N/A River Terrace East n��.�, _,eEw.•so_ �w,os„E ,Ms�v.�. e�-e� ��r.�,,o,... ..ti.tP.,m,.,»ux�.m„ �.,o�s mw_�er, w �_ t�•�-,waFw� ,,, Copyright CO 1998-2015 ADAMA Engineering,inc. Page 4 of 9 License number MSEW-301512 - s,stN♦' '...:.s outy vs[w'.a: ev v.rrN.o atw v:..�:-ixaR eexw v neR-.' xsxR va.:o.. wv«w,oa6 ,muo,.- w+ n,urea.aro,pvu MSEW--Mechanically Stabilized Earth Walls River Terrace East Present Date/Time: Tue Dec 12 14107:25 2017 J N1-12\ 9 04Analysts\,eom_12aa17\Polygon-129 04 6 ft BEN INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height,Hd 7.00 [ft] {Embedded depth is E= 1.00 ft.and height above top of finished bottom grade is H=6.00 ft} Batter, 0) 5.7 [deg] Backslope, [i 26.6 [deg] Backslope rise 3.0 [ft] Broken back equivalent angle,I= 12.09° (see Fig.25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0[lb/ft 2] DESIGNED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6[ft] Page 5 of 9 River Terrace East Copyright©1998-2015 ADAMA Engineering,Inc License number MSEW-301512 MSEW--Mechanically Stabilized Earth WallsRiver Terrace East Present DatelTimz Tue Dec 12 14.0725 2017 7\M R\Polygon\Polygon 129\Polygon 129 04W�ehysis\geom 12xx17\Polygon-129-04-6 ft.BEN REINFORCEMENT LAYOUT AND DESIGN CRITERIA LEGEND: (1 )Connection strength jI Satisfactory (2)Geogrid strength ® Unsatisfactory (3)Pullout resistance (4)Direct sliding (5)Eccentricity Bearing capacity: \l Foudation Interface: Direct sliding ,f Eccentricity ,f Geogrid Geogrid # Elevation Length Type (1) (2) (3) (4) (5) # Elevation Length Type ( 1 ) (2) (3) (4) (5) [ft] [ft] # [ft] [ft] # 1 0.67 6.68 N/A .N1 \/ \I 4 J 4 4.66 6.68 N/A if \I if ,J 4 2 2.00 6.68 N/A ,f \I Ai ,J 4 5 5.99 6.68 N/A ,f A if NI 3 3.33 6.68 N/A if 4 4 if if River Terrace East Page 6 of 9 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 MSEW -Mechanically Stabilized Earth Walls River Terrace East Present Date/Time Tue Dec 12 14 07 25 2017 2 M R\PolygonPolygon 129\Polygon 129 04\Analysis\geons 12xx17\Polygon-129-04 6 ft BEN BEARING CAPACITY for DESIGNED LAYOUT STATIC SEISMIC UNITS (Water table does not affect bearing capacity) Ultimate bearing capacity,q-ult 10949 9341 [lb/ft 21 Meyerhof stress, 6v 1228.7 1554 [lb/ft 2] Eccentricity, e 0.26 0.88 [ft] Eccentricity, e/L 0.039 0.132 Fs calculated 8.91 6.01 Base length 6.68 6.68 [ft] • • SCALE: 0 2 4 6[ft] River Terrace East Page 7 of 9 Copyright©1998-2015 ADAMA Engineering,Inc, License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls River Terrace East . Present Date/Time. Tue Dec 12 14:07.25 2017 .1' -6 ft.BEN DIRECT SLIDING for DESIGNED LAYOUT. (for GEOGRID reinforcements) Specified Fs-static= 1.500 and Fs-seismic= 1.125 Along reinforced and foundation soils interface: Fs-static=2.856 and Fs-seismic= 1.773 # Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.67 6.68 1.780 1.126 N/A Synteen SF55 2 2.00 6.68 2.030 1.345 N/A Synteen SF55 3 3.33 6.68 2.353 1.670 N/A Synteen SF55 4 4.66 6.68 2.777 2.186 N/A Synteen SF55 5 5.99 6.68 3.324 3.040 N/A Synteen SF55 ECCENTRICITY for DESIGNED LAYOUT At interface with foundation: e/L static=0.0389, e/L seismic=0.1290;Overturning:Fs-static=4.96,Fs-seismic=2.79 # Geogrid Geogrid e/L e/L Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.67 6.68 0.0256 0.0995 N/A Synteen SF55 2 2.00 6.68 0.0006 0.0465 N/A Synteen SF55 3 3.33 6.68 -0.0240 0.0003 N/A Synteen SF55 4 4.66 6.68 -0.0516 -0.0422 N/A Synteen SF55 5 5.99 6.68 -0.0920 -0.0905 N/A Synteen SF55 River Terrace East Page 8 of 9 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 aw„, ,,..., ..,,zea.,. ,o-. .�...�u ,a.... .. "- .o.,v,w-,,..,.n ..--- ,.,R..9., ,,.,.v,. _.. - o MSEW--Mechanically Stabilized Earth Walls River Terrace East Present Date/Tune Tue Dec 12 14:07;25 2017 2M-R\Polygon\Polygon-129SPolygon-129-04\Analysis\geom_12xx171Polygon-129-04-6 ft BEN RESULTS for STRENGTH Live Load included in calculating Tmax # Geogrid Tavailable Tmax Tmd Specified Actual Specified Actual Elevation [lb/ft] [lb/ft] [lb/ft] minimum calculated minimum calculated Product [ft] Fs-overall Fs-overall Fs-overall Fs-overall name static static seismic seismic 1 0.67 1732 323.4 70.5 1.500 5.358 1.125 4.708 Synteen SF55 2 2.00 1732 266.1 64.8 1.500 6.511 L125 5.641 Synteen SF55 3 3.33 1732 209.3 59.2 1.500 8.278 1.125 7.021 Synteen SF55 4 4.66 1732 152.5 53.5 1.500 11.361 1.125 9.297 Synteen SF55 5 5.99 1732 111.4 47.8 1.500 15.558 1.125 12.233 Synteen SF55 RESULTS for PULLOUT Live Load included in calculating Tmax # Geogrid Coverage Tmax Tmd Le La Avail.Static Specified Actual Avail.Seism. Specified Actual Elevation Ratio [Ib/ft] [lb/ft] [ft] [ft] Pullout,Pr Static Static Pullout,Pr Seismic Seismic [ft] [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.67 1.000 323.4 70.5 6.42 0.26 6631.4 1.500 20.508 5305.2 1.125 13.470 2 2.00 1.000 266.1 64.8 5.90 0.77 5275.0 1.500 19.823 4220.0 1.125 12.752 3 3.33 1.000 209.3 59.2 5.39 1.29 3986.2 1.500 19.046 3189.0 1.125 11.879 4 4.66 1.000 152.5 53.5 4.87 1.81 2854.4 1.500 18.718 2283.5 1.125 11.086 5 5.99 1.000 111.4 47.8 4.36 2.32 1879.5 1.500 16.878 1503.6 1.125 9.445 River Terrace East Page 9 of 9 Copyright©1998-2015 ADAMA Engineering,Inc_ License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls River Terrace East Present Date/Time Tue Dec 12 14:05:40 2017 J:-M R\Polygon\Polygon 129\Polygon 12904\Analysis\geom l2xocI 7Polygon-129-04 5 ft.BEN AASHTO 2002 ASD DESIGN METHOD River Terrace East MSEW(3.0): Update# 14.95 PROJECT IDENTIFICATION Title: River Terrace East Project Number: Polygon-129-04 Client: Polygon Designer: GJS Station Number: Description: 5 feet Company's information: Name: Street: Telephone#: Fax#: E-Mail: Original file path and name: J:\M-R\Polygon\Polygon-129\Polygon-129-04\Analysis\geom on-129-04-5 ft.BEN Original date and time of creating this file: Tue Dec 12 12:47:40 2017 PROGRAM MODE: DESIGN of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. River Terrace East Page 1 of 3 Copyright©1998-2015 ADAMA Engineering,Inc License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls River Terrace East Present Date/Time: Tue Dec 12 14 05:402017 Ja,M-R\Polygon'Polygon-129\Polygon-129.04Wialsis\geom_12xx 17\Polygon-129-04-5 ft.BEN INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height,Hd 6.00 [ft] {Embedded depth is E=1.00 ft,and height above top of finished bottom grade is H=5.00 ft} Batter, co 5.7 [deg] Backslope, [3 26.6 [deg] Backslope rise 3.0 [ft] Broken back equivalent angle,I= 14.04° (see Fig.25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0[1b/ft 2] DESIGNED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6[ft] River Terrace East Page 2 of 3 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls River Terrace East Present Date Time. Tue Dec 12 14:05.40 2017 J M R\Potygon\Polygon 129\Polygon-129-04\Analysis\geom 12od 7\Polygon-129 04-5 ftBEN REINFORCEMENT LAYOUT AND DESIGN CRITERIA LEGEND: (1 )Connection strength J Satisfactory (2)Geogrid strength ® Unsatisfactory (3)Pullout resistance (4)Direct sliding (5)Eccentricity Bearing capacity: 4 Foudation Interface: Direct sliding -4 Eccentricity Al Geogrid Geogrid # Elevation Length Type (1) (2) (3) (4) (5) # Elevation Length Type (1 ) (2) (3) (4) (5) [ft] [ft] # [ft] [ft] # 1 0.67 5.73 N/A J Al Al A/ Al 3 3.33 5.73 N/A -V 4 4 yl 4 2 2.00 5.73 N/A 4 sj 4 Si 4 4.66 5.73 N/A Si 4 4 Si 4 • River Terrace East Page 3 of 3 Copyright CO 1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 • MSEW Mechanically Stabilized Earth Walls River Terrace East Present Date/Time Tue Dec 12 14 09 16 2017 J M R\Polygon\Polygon 129\Potygon 12904\Analvsiu\geom 12xx17\Polygon 12904 4 ft BEN AASHTO 2002 ASD DESIGN METHOD River Terrace East MSEW(3.0): Update#14.95 PROJECT IDENTIFICATION Title: River Terrace East Project Number: Polygon-129-04 Client: Polygon Designer: GJS Station Number: Description: 4 feet Company's information: Name: Street: Telephone#: Fax#: E-Mail: Original file path and name: J:\M-R\Polygon\Polygon-129\Polygon-129-04\Analysis\geom on-129-04-4 ft.BEN Original date and time of creating this file: Tue Dec 12 12:47:40 2017 PROGRAM MODE: DESIGN of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. ‘1,15FW 0.Fw 0mse s k1YM,ernma3 asew.,,,a,ou„w M3 0�E .nao Ut v,-,,o,,, ,nix ,Neo,e ,,a Ew n, au,1,,,.r,,..,,EA x,. rssou OVSEW 6ftIONISE oa> 51WSe ,,,p 3, ce,nv nw ,1xE.1.950.o River Terrace East Page 1 of 3 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls River Terrace East Present Date/Time Tue Dec 12 14:09 162017 J:',M-R\Polygon\Polygon-129\Polygon-129-04\Anahais\geom_i 2xx 17\Polygon-129-04-4 R.BEN INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height,Hd 5.00 [ft] {Embedded depth is E=1.00 ft,and height above top of finished bottom grade is H=4.00 ft} Batter, co 5.7 [deg] Backslope, 5 26.6 [deg] Backslope rise 3.0 [ft] Broken back equivalent angle,I= 16.70° (see Fig.25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0[1b/ft 2] DESIGNED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6[ft] River Ten-ace East Page 2 of 3 Copyright 1998-2015 ADAMA Engineering,lnc. License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls River Terrace East Present Date/Time: Tue Dec 12 14:09:16 2017 T M-R\Polygon\Polygon-129\Polygon-129-04\Analysis\geom_12xx17\Polygon-129-04-4 ft:BEN REINFORCEMENT LAYOUT AND DESIGN CRITERIA LEGEND: (1 )Connection strength '‘I Satisfactory (2)Geogrid strength ® Unsatisfactory (3)Pullout resistance (4)Direct sliding (5)Eccentricity Bearing capacity: j Foudation Interface: Direct sliding J Eccentricity Geogrid Geogrid # Elevation Length Type (1 ) (2) (3) (4) (5) # Elevation Length Type (1 ) (2) (3) (4) (5) [ft] [ft] # [ft] [ft] # 1 0.67 4.76 N/A .\I Ai "V Ai AJ 3 3.33 4.76 N/A J 4 ' 4 4 2 2.00 4.76 N/A J 4 4 4 4 4 4.66 4.76 N/A ,J 4 4 ,J 4 River Terrace East Page 3 of 3 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls River Terrace East • Present Date/Time:Tue Dec 12 14:21.38 2017 7:',M-R\Poiygon\Polygon-129\Polygon-129.04\Analysis\geom_12xx17\Polygon-129-04-3 ft.BEN usew.v_.ow�+.�•,nn�y- ,:,o.n.o AASHTO 2002 ASD DESIGN METHOD River Terrace East MSEW(3.0): Update# 14.95 PROJECT IDENTIFICATION Title: River Terrace East Project Number: Polygon-129-04 Client: Polygon Designer: GJS Station Number: Description: 3 feet Company's information Name: Street: Telephone#: Fax#: E-Mail: Original file path and name: J:\M-R\Polygon\Polygon-129\Polygon-129-04\Analysis\geom on-129-04-3 ft.BEN Original date and time of creating this file: Tue Dec 12 12:47:40 2017 PROGRAM MODE: DESIGN of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. River Terrace East Page 1 of 3 Copyright L 1998-2015 ADAMA Engineering,inc. License number MSEW-301512 1 MSEW--Mechanically Stabilized Earth Walls River Terrace East Present Date/Time: Tue Dec 12 14:21;38 2017 3.M-12\Polygon\Polygon-129\Polygon-129.04uknalysistgeom12aac17kPolygon-i29-04-3 ft.BEN INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height,Hd 4.00 [ft] f Embedded depth is E=1.00 ft.and height above top of finished bottom grade is H=3.00 ft} Batter. co 5.7 [deg] Backslope, 13 26.6 [deg] Backslope rise 3.0 HI] Broken back equivalent angle,I=20.56° (see Fig.25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0[1b/ft 21 DESIGNED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6[ft] River Terrace East Page 2 of 3 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 .xx)OM3 xosssewx.me�)>1SFs toren .ew.xrrm ous n50MSEv xxme>.n D6ktiY).mwu.)_ue.Vxw.)JN ,)cNSEwtimio V.xwVesw. wuxxo fJMsew,mx.n,f Asew o).t.V3Ew rmm�nusEw temon.)0 usk+)mnn)okC.eN m u.rvxmaw.4 v9Yw esunlx LskcsmauaJ MSW--Mechanically Stabilized Earth Walls River Terrace East Present Date/Time- Tue Dec 12 14:21.38 2017 J•M R\Polygon\Polygon-129\Polygon 12904\Analysis\geom 12xx17\Polygon-129 04 3 ftBEN REINFORCEMENT LAYOUT AND DESIGN CRITERIA LEGEND: (1 )Connection strength J Satisfactory (2)Geogrid strength ® Unsatisfactory (3)Pullout resistance (4)Direct sliding (5)Eccentricity Bearing capacity: \l Foudation Interface: Direct sliding J Eccentricity ,j Geogrid Geogrid # Elevation Length Type (1) (2) (3 ) (4) (5) # Elevation Length Type (1 ) (2) (3) (4) (5) [ft] [ft] # [ft] [ft] # 1 0.67 181 N/A 4 4 4 J 4 3 3.33 3.81 N/A -V 4 4 4 4 2 2.00 3.81 N/A .Ni ' 1J -V J • River Terrace East Page 3 of 3 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 50 r- Polygon - River Terrace East 6 foot Allen Block Wall 2 to 1 Backslope - 3 feet high 40 - Static Name: Reinforced Soil-Crushed Rock Unit Weight: 135 pcf Cohesion': 0 psf 2. 19 Phi': 38° \ • 30 - 20 Name:Foundation Soil-Native Silt Unit Weight: 115 pcf Cohesion': 100 psf Phi':30° 10 - 0 0 10 20 30 40 50 60 70 4 50 - Polygon - River Terrace East 6 foot Allen Block Wall 2 to 1 Backslope - 3 feet high 40 - Seismic Name: Reinforced Soil-Crushed Rock Unit Weight: 135 pcf Cohesion': 0 psf 1 .31 Phi': 38° \ • 30 — zo Name: Foundation Soil-Native Silt Unit Weight: 115 pcf Cohesion': 100 psf Phi':30° 10 - 0 0 10 20 30 40 50 60 70 I